REVIEWED BLD2024-0662+Structural_Calculations+5.16.2024_12.35.41_PM+4262237BCINVESTIGATIVE
ENGINEERS, LLC
RESPONSIVE • ACCURATE • THOROUGH
Project Information
LIC# : KW-06014804, Build:20.23.08.30
RECEIVED Project Title: Bower Fire Damage Restoration
Engineer: Jesse Binford, PE
May 17 2024 Project ID: 24029 L
CITY OF EDMONDS Project Descr:
DEVELOPMENT SERVICES BLD2024-0662
DEPARTMENT
Project File: Calcs (24029).ec6
BC Investigative Engineers (c) ENERCALC INC 1983-2023
Project Title : Bower Fire Damage Restoration
Description
I D : 24029
Address : 22414 72nd Place West, Edmonds, WA 98026
Project Leader : Jesse Binford, PE
Phone : 253-833-5557 Fax eMail : jbinford@bcie.net
Project Notes Fire damage to majority of roof framing, exterior wall siding/sheathing @ main entry, and all interior finishes and
fixtures Significant damage per IEBC requried full engineering anlaysis New trusses were designed, along with
lateral improvements where deficient. Carport being rebuilt due to deficiciencies with posts and footings
REVIEWED
BY
CITY OF EDMONDS
N
BCINVESTIGATIVE
ENGINEERS, LLC
RES P 0 N G_I VE % -!�A TE •_TH 0 R G Ll G_H
Project Title: Bower Fire Damage Restoration
Engineer: Jesse Binford, PE
Project ID: 24029
Project Descr:
Client Information
LIC# KW-06014804. Build 20.23 08 30 BC Investigative Engineers
Client Company : Paul Davis Restoration
Address : 15004 35th Avenue West, Suite A, Lynwood, WA 98087
Phone : 425-409-7085 Fax :
Contact : Chris Hill
Alternate Contact
Client Notes
eMail :
Project File: Calcs (24029).ec6
(c) ENERCALC INC 1983-2023
Project Title: Bower Fire Damage Restoration
Engineer: Jesse Binford, PE
INVESTIGATIVE
Project ID: 24029
BCENGINEERS, LLC Project Descr:
RES P ON S I V F • A CCU R AT E • T H 0 R 0 N G H
Building Code Information Project File: Calcs (24029).ec6
LIC# KW-06014804, Build:2023.08.30 BC Invesngative Engineers (6) ENERCALC INC 1983-2023
Governing Code
IBC 2021, ASCE 7-16, AISC 360-16, NDS 2018, ACI 318-19, TMS 402-16
City Jurisdiction
City of Edmonds
Contact Name
Alternate Contact
Building Official
Address
Phone
Fax eMail
Notes
: IEBC and IRC Used
Project Title: Bower Fire Damage Restoration
BC
INVESTIGATIVE Engineer: Jesse Binford, PE
Project ID: 24029
ENGINEERS, LLC Project Descr:
R F.: SIVF AC CLI RATE TH 0R 0 LI GI
Project Load Group Builder Project File: Calcs (24029).ec6
LIC# : KVV-06014804, BuIld:20.23.0B.30 BC Investigative Engineers (c) ENERCALC INC 1983-2023
Load Group: Roof
Component Name Dead Roof Live Live Snow Wind Seismic Earth
Dead
12.000
Snow
25.000
Load Totals (PSF)
12.000
25.000
Load Group : Floor
Component Name
Dead
Roof Live Live
Snow Wind Seismic Earth
Dead
12.000
Live
40.000
Load Totals (PSF)
12.000
40.000
Load Group : Walls
Component Name
Dead
Roof Live Live
Snow Wind Seismic Earth
Dead 10.000
Load Totals (PSF) 10.000
BCINVESTIGATIVE
ENGINEERS, LLC
R i R P 0 N S I V F • A C C 11 R A T E • T H 0 R 0 0 G H
Project Title: Bower Fire Damage Restoration
Engineer: Jesse Binford, PE
Project ID: 24029
Project Descr:
ASCE 7-16 Seismic Base Shear Project File: Calcs (24029).ec6
LICX :-06014804, Build:20.23.08.30 BC Investigative Engineers (c) ENERCALC INC 1983.2023
DESCRIPTION: Seismic Base Shear Analysis
Specific Description: Bower (24029)
Risk Category Calculations per ASCE 7-16
Risk Category of Building or Other Structure "II" : All Buildings and other structures except those listed as Category SCE 7-16, Page 4, Table 1.5-1
I, III, and IV
Seismic Importance Factor = 1 ASCE 7-16, Page 5, Table 1.5-2
Gridded Ss & S1values from ASCE 7-16 ASCE 7-16 11.4.2
Max. Ground Motions, 5% Damping
SS = 1.280 g, 0.2 sec response
Latitude 47 796 deg North
S 1 = 0.4502 g, 1.0 sec response
Longitude = 122.331 deg West
For the closest datapoint grid location ...
Latitude = 47.800 deg North
Longitude = 122.330 deg West
Site Class, Site Coeff. and Design Category
Classification: "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D (Based on Testing)
Site Coefficients Fa & Fv Fa = 1.00
(using straight-line interpolation from table val Fv = 1.85
Maximum Considered Earthquake Accelerat SMs = Fa * Ss = 1.280
SM1 = Fv"S1 = 0.833
Design Spectral Acceleration SDS= SMS z 2/3 = 0.853
S D1 = SM1 * 2/3 = 0.555
Seismic Design Category = D
Resisting System
Basic Seismic Force Resisting System ... Bearing Wall Systems
17.Light-framed walls with shear panels of all other materials
Response Modification Coefficient " I = 2.00 Building height Limits :
System Overstrength Factor " Wo " = 2.50 Category "A & B" Limit: No Limit
Deflection Amplification Factor " Cd ' = 2.00 Category "C" Limit: No Limit
Category "D" Limit: Limit = 35
NOTE! See ASCE 7-16 for all applicable footnc Category "E" Limit: Not Permitted
Category "F" Limit: Not Permitted
ASCE 7-16 Table 20.3-1
ASCE 7-16 Table 11.4-1 & 11.4-2
ASCE 7-16 Eq. 11.4-1
ASCE 7-16 Eq. 11.4-2
ASCE 7-16 Eq. 11.4-3
ASCE 7-16 Eq. 11.4-4
tSCE 7-16 Table 11.6-1 & -2
ASCE 7-16 Table 12.2-1
Lateral Force Procedure ASCE 7-16 Section 12.8.2
Equivalent Lateral Force Procedure
The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-16 12.8
Determine Building Period Use ASCE 12.8-7
Structure Type for Building Period CalcuIEAll Other Structural Systems
" Ct " value = 0.020 " hn " : Height from base to highest leve 12.0 ft
" x " value = 0.75
" Ta " Approximate fundemental period using Eq. 12.8-7 : Ta = Ct " (hn A x) = 0.129 sec
"TL" : Long -period transition period per ASCE 7-16 Maps 22-14 -> 22-17 6.000 sec
Building Period " Ta " Calculated from Approximate Method self= 0.129
Cs " Response Coefficient ASCE 7-16 Section 12.8 1.1
SIDS: Short Period Design Spectral Response = 0.853 From Eq. 12.8-2, Preliminary Cs = 0.427
" R " : Response Modification Factor n 2.00 From Eq 12.8-3 & 12.8-4 , Cs need not excee = 2.153
" I " : Seismic Importance Factor = 1 From Eq 12.8-5 & 12.8-6, Cs not be less than = 0.038
Cs: Seismic Response Coefficient = = 0.4267
J ��
Project Title: Bower Fire Damage Restoration
INVESTIGATIVE Engineer: Jesse Binford, PE
]UNIV
ENGINEERS, LLC Project De 24029
Project scr:
RESP0 N SIVE. - ACCN RATE - T H 0 R0 LIGH
ASCE 7-16 Wind Forces Chpt 28, Pt2 & Chpt 30, Pt2 Project File: Calcs (24029).ec6
LIC# KW-o6o14804, BuiId2023.08.30 BC Investigative Engineers (c) ENERCALC INC 1983-2023
DESCRIPTION: Bower (24029)
General Design Values Calculations per ASCE 7-16
V : Basic Wind Speed per Sect 26.5-1 or 2 97.0 mph
User specified minimum design pressu 8 0 psf
Occupancy per Table 1.5-1 II All Buildings and other structures except those listed
Exposure Category per 26.7 Exposure B
Topographic Factor Kzt per 26.8 1.00
Main Force Resisting System Valu
Component & Cladding Values
MRH : Mean Roof Height 12.0 ft
Effective Wind Area of Component & Clad. 10.0 ftA2
Roof Slope Angle 20 degrees
Roof pitch for cladding pressu Flat/Hip/Gable Roof
LHD : Least Horizontal Dimension 26.0 ft
a = max (0.04 * LHD, 3, min(0.10 * LHD, 0.4*MRH)) 3 00 ft
Lambda MWFRS: per Figure 26. 1.00
Lambda Component & Cladding : per Figure 0 82
Design Wind Pressures
Horizontal Pressures
Zone: A = .psf Zone: C =
.psf
-8
Zone: B = -B.00 00 psf Zone: D =
-8-8.0000 psf
Vertical Pressures
r
Zone: E = -17.96 psf Zone G =
_
-12 52 psf
Zone: F = -12.52 psf Zone H =
-9 50 psf
Overhangs ...
Zone: Eoh = -25.14 psf Zone: Goh =
-19 64 psf
ASCE 7-16 Section 28.5.4 Minimum Design Wind Loads requires that the
load effects of the design wind pressures from Section 28.5.3 shall
not be less than a minimum load defined by assuming the pressures, ps, for zones A and C equal to +16 psf, Zones B and D equal to +8 psf,
while assuming ps for Zones E, F, G, and H are equal to 0 psf.
Component & Cladding Design
Wind Pres:
Roof Pressures
Positive
Negative
Zone 1
***
***
psf
Zone 1'
***
***
psf
Zone 2
***
***
psf
Zone 2e
***
***
psf
Zone 2n
***
***
psf
Zone 2r
***
***
psf
Zone 3
***
***
psf
Zone 3e
***
***
psf
Zone 3r
***
***
psf
Wall Pressures
Wall Zone 4
***
***
psf
Wall Zone 5
***
***
psf
Design Wind Pressure = Lambda * Kzt * Ps30 pe
Overhang Pressures
Negative
Zone 1
***
psf
Zone 1'
***
psf
Zone 2
***
psf
Zone 2e
***
psf
Zone 2n
***
psf
Zone 2r
***
psf
Zone 3
***
psf
Zone 3e
***
psf
Zone 3r
***
psf
'*** There is no value in Figure 30.4-1 Tabular Values
0149
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Project No. Sheet of
INVESTIGATIVE
ENGINEERS , LLC
RESPONSIVE • ACCURATE • THOROUGH
253.833.7309 M
888.335.5557 (T)
3605 C STREET N.E.
AUBURN, WA. 98002
Designer Date
Checked By Date
Revisions Date
41101
D_3G
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CAUSE &ORIGIN • RESTORATION DESIGN -DUE DILIGENCE • CONSTRUCTION DEFECT • STRUCTURAL CONSULTINGISEISMIC REHABILITATION -CODE ANALYSIS
FOR:
TITLE:
BCIEJOB NO.
253.833.5557 (0)
Project No. Sheet of
INVESTIGATIVE
253.833.7309 (F)
I)csigner Date
ENGINEERS , LLC
888.335.5557 (T)
3605 C STREET N.E.
Checked By Date
RESPONSIVE • ACCURATE • THOROUGH
AUBURN, WA.98002
Re-isions Date
L�I�I��Pz7
4A )41#4 Cp)� tw;
17�io t a) -7q'p'J L,w'D�-
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CAUSE &ORIGIN • RESTORATION DESIGN • DUE DILIGENCE• CONSTRUCTION DEFECT • STRUCTURAL CONSULTINGISEISMIC REHABILITATION • CODE ANALYSIS
FOR: TITLE: I BCIEJOB NO.
BINVESTIGATIVE
ENGINEERS, LLC
R F S P O N S I V F • A C C I I R A T E • T H U R G U G H
Wood Beam
LIC# KW-06014804, 1301d:20 23.08.30
DESCRIPTION: [H1]
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Load Combination IBC 2021
Wood Species Douglas Fir -Larch
Wood Grade No.1
Project Title: Bower Fire Damage Restoration I Z
Engineer: Jesse Binford, PE 1
Project ID: 24029
Project Descr:
Project File: Calcs (24029).ec6
BC Investlgabve Engineers (c) NERCALC INC 1983-2023
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
Fb +
Fb -
Fc - Prll
Fc - Perp
Fv
Ft
0(0 1561 S(0.325)
48
Span = 6.0 ft
1000 psi E : Modulus of Elasticity
1000 psi Ebend- xx 1700 ksi
1500 psi Eminbend - xx 620 ksi
625 psi
180 psi
675 psi Density 31.21 pcf
c
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.1560, S = 0.3250 , Tributary Width = 1.0 ft, (ROOF)
DESIGN SUMMARY
:Maximum Bending Stress Ratio =
0.5671
Maximum Shear Stress Ratio
Section used for this span
4x8
Section used for this span
fb: Actual =
847.12psi
fv: Actual
F'b =
1,495.00psi
F'v
Load Combination
+D+S
Load Combination
Location of maximum on span =
3.000ft
Location of maximum on span
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.050 in Ratio =
1427>=240 Span: 1 : S Only
Max Upward Transient Deflection
0 in Ratio =
0 <240 n/a
Max Downward Total Deflection
0.075 in Ratio =
964 -180 Span: 1 : +D+S
Max Upward Total Deflection
0 in Ratio =
0 <180 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress a ios
omen a ues
Segment Length Span # M V CD CM Ct CLx CF Cfu C i C r
D Only
Length = 6.0 ft
1
0.235
0.137
0.90
1.00
1.00
1 00
1.300
1.00
1.00
1 00
+D+S
1 00
1.00
1.00
1 300
1 00
1.00
1 00
Length = 6.0 ft
1
0.567
0.331
1.15
1.00
1.00
1.00
1.300
1.00
1.00
1.00
+D+0.750S
1.00
1.00
1.00
1.300
1.00
1.00
1.00
Length = 6.0 ft
1
0.471
0 275
1 15
1.00
1.00
1 00
1 300
1 00
1.00
1.00
+0.601D
1 00
1.00
1 00
1.300
1 00
1.00
1.00
Length = 6 0 ft
1
0.079
0.046
1 60
1.00
1.00
1.00
1.300
1.00
1.00
1.00
0.331 1
4x8
68.49 psi
207.00 psi
+D+S
0.000 ft
Span # 1
ear a ues
M
fb
F'b
V
fv
F'v
00
0.00
0.0
0.0
0.70
274.7
1,170 0
0.38
22.2
162.0
0.0
0.00
00
0.0
2.16
8471
1,495.0
1.16
68.5
207.0
0.0
0.00
0.0
0.0
1.80
704.0
1,495.0
0.96
56.9
2070
0.0
0.00
0.0
0.0
0.42
164 8
2,080.0
0.23
13.3
2880
Project Title: Bower Fire Damage RestorationEnineC3
r: Jesse
INVESTIGATIVE Pro ect ID: 240296inford, PE
BCENGINEERS, LLC Project Descr:
RESPONSIVE • ACCIJ RA TE • THOROUGH
Wood Beam
DESCRIPTION: [H1]
Overall Maximum Deflections
Project File: Calcs (24029).ec6
Load Combination Span Max. "" Defl Location in Span Load Combination Max...+" ueT1 Location in bpan
+D+S 1 0.0747 3.022 0.0000 0.000
Vertical Reactions
Load Combination
Max Upward from all Load Conditions
Max Upward from Load Combinations
Max Upward from Load Cases
D Only
+D+S
+D+0.750S
+0.60D
S Only
Support notation : Far left is #1 Values in KIPS
Support 1 Support 2
1.443
1.443
1.443
1.443
0.975
0.975
0.468
0.468
1.443
1.443
1.199
1.199
0.281
0.281
0.975
0.975
BINVESTIGATIVE
ENGINEERS, LLC
Project Title:
Engineer:
Project ID:
Project Descr:
RESPONSIVE • A C C 11 RATE
Wood Beam
LIC : KW-06014804, Build:20.23.08.30 BC Investigative Engineers
DESCRIPTION: [H1] - SIM
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set: IBC 2021
Material Properties
Analysis Method : Allowable Stress Design Fb +
Load Combination IBC 2021 Fb -
Fc - Prll
Wood Species Douglas Fir -Larch Fc - Perp
Wood Grade No 1 Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
4x8
Span =6.0ft
r
Bower Fire Damage Restoration
Jesse Binford, PE
24029
Project File: Calcs (24029).ec6
(C) ENERCALC INC 1983-2023
1,000.0 psi E : Modulus of Elasticity
1,000.0psi Ebend-xx 1,700.Oksi
1,500 0 psi Eminbend - xx 620.0 ksi
625.0 psi
180 0 psi
675.0psi Density 31.210pcf
D(0.78) (1 625)
D(0.156) S(0.325)
e
A lied Loads Service loads entered. Load Factors will be applied for calculations.
PP
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.1560, S = 0.3250 k/ft, Extent = 4.0 --» 6.0 ft, Tributary Width = 1.0 ft, (ROOF)
Uniform Load : D = 0.0360, S = 0.0750 k/ft, Extent = 0.0 --» 4.0 ft, Tributary Width = 1.0 ft, (ROOF)
Point Load : D = 0.780, S = 1.625 k @ 4.0 ft, ([PHGT1])
DESIGN SUMMARY
Maximum Bending Stress Ratio = 1.0821
Maximum Shear Stress Ratio =
Section used for this span 4x8
Section used for this span
fb: Actual = 1,617.29psi
fv: Actual =
F'b = 1,495.00psi
F'v =
Load Combination +D+S
Load Combination
Location of maximum on span = 4 007ft
Location of maximum on span =
Span # where maximum occurs = Span # 1
Span # where maximum occurs =
Maximum Deflection
Max Downward Transient Deflection 0.079 in Ratio =
910> 240 Span: 1 S Only
Max Upward Transient Deflection 0 in Ratio =
0 <240 n/a
Max Downward Total Deflection 0.117 in Ratio =
615>=180 Span: 1 +D+S
Max Upward Total Deflection 0 in Ratio =
0 <180 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios omen a ues
Segment Length
Span #
M
V
CD
CM
Ct
CLx
CF
Cfu
C i
C r
M
D Only
Length = 6.0 ft
1
0.448
0.268
0.90
1.00
1 00
1.00
1.300
1.00
1.00
1.00
1.34
+D+S
1.00
1.00
1.00
1.300
1.00
1.00
1 00
Length = 6.0 ft
1
1 082
0.648
1.15
1.00
1.00
1.00
1.300
1.00
1.00
1 00
413
+D+0.750S
1.00
1.00
1.00
1.300
1.00
1.00
1.00
Length = 6.0 ft
1
0.899
0.538
1 15
1.00
1.00
1.00
1.300
1.00
1.00
1 00
3.43
+0 60D
1 00
1.00
1 00
1.300
1 00
1.00
1.00
Length = 6.0 ft
1
0 151
0 091
1.60
1 00
1.00
1 00
1.300
1.00
1 00
1.00
0.80
fb F'b
0.0
524.5 1,170 0
0.0
1,617 3 1,495.0
00
1,344.1 1,495.0
0.0
314.7 2,080.0
0.648 :1
4x8
134.11 psi
207.00 psi
+D+S
5.409 ft
Span # 1
ty
Shear
Values
V
fv
F'v
0.00
0.0
00
0.74
43.5
162.0
0.00
0.0
00
2.27
134.1
2070
000
0.0
0.0
1.89
111.5
207.0
0.00
0.0
0.0
0.44
26.1
288.0
BCINVESTIGATIVE
ENGINEERS, LLC
R ES PO NS I V F • AC C IJRA TE • TH0R_GU GH
Project Title: Bower Fire Damage Restoration �///�
Engineer: Jesse Binford, PE
Project ID: 24029
Project Descr:
Wood Beam Project File: Calcs (24029).ec6
DESCRIPTION: [H1] - SIM
Overall Maximum Deflections
Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span
+D+S 1 0.1170 3.241 0.0000 0.000
Vertical Reactions
Load Combination
Max Upward from all Load Conditions
Max Upward from Load Combinations
Max Upward from Load Cases
D Only
+D+S
+D+0.750S
+0.60D
S Only
Support notation : Far left is #1 Values in KIPS
Support 1 Support 2
1.258 2.553
1.258 2.553
0.850 1.725
0.408 0.828
1.258 2.553
1.046 2.122
0.245 0.497
0.850 1.725
BCINVESTIGATIVE
ENGINEERS, LLC
RESPONSIVE • A CC-1-1 RATE • T H O R O U G H
Wood Beam
LIC#t KW-06014804, Bdfk20.23.08.30
DESCRIPTION: [H2]
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set: IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Load Combination IBC 2021
Wood Species Douglas Fir -Larch
Wood Grade No.1
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
Project Title: Bower Fire Damage Restoration
Engineer: Jesse Binford, PE
Project ID: 24029
Project Descr:
Fb +
Fb -
Fc - Prll
Fc - Perp
Fv
Ft
D(0.1561S(0.325)
y
48
Span = 8.0 ft
Project File: Calcs (24029).ec6
1,000.0 psi E : Modulus of Elasticity
1,000.0 psi Ebend- xx 1,700.0 ksi
1,500.0 psi Eminbend - xx 620.Oksi
625.0 psi
180.0 psi
675.0psi Density 31210pcf
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.1560, S = 0.3250 , Tributary Width = 1.0 ft, (ROOF)
DESIGN SUMMARY
Maximum Bending Stress Ratio =
1.007 1
Maximum Shear Stress Ratio
Section used for this span
4x8
Section used for this span
fb: Actual =
1,505.99psi
fv: Actual
F'b =
1,495.00psi
F'v
Load Combination
+D+S
Load Combination
Location of maximum on span =
4.000ft
Location of maximum on span
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.159 in Ratio =
602 > 240 Span: 1 S Only
Max Upward Transient Deflection
0 in Ratio =
0 <240 n/a
Max Downward Total Deflection
0.236 in Ratio =
406>=180 Span: 1 +D+S
Max Upward Total Deflection
0 in Ratio =
0 <180 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress
-Ratios
Moment
values
Segment Length
Span #
M
V
CD
CM
Ct
CLx
CF
Cfu
C i
C r
M
fb
F'b
D Only
0.0
Length = 8.0 ft
1
0 417
0.194
0.90
1 00
1.00
1 00
1.300
1.00
1.00
1.00
1.25
488.4
1,170 0
+D+S
1.00
1.00
1.00
1.300
1 00
1.00
1.00
0.0
Length = 8.0 ft
1
1.007
0.469
1.15
1.00
1.00
1.00
1 300
1.00
1.00
1 00
3.85
1,506.0
1,495.0
+D+0.750S
1.00
1.00
1.00
1.300
1.00
1.00
1.00
0.0
Length = 8.0 ft
1
0.837
0.390
1 15
1.00
1.00
1.00
1.300
1.00
1.00
1.00
3.20
1,251.6
1,495.0
+0.60D
1.00
1.00
1.00
1.300
1.00
1.00
1.00
0.0
Length = 8.0 ft
1
0 141
0.066
1.60
1.00
1.00
1.00
1.300
1.00
1.00
1.00
0.75
293.1
2,080.0
0.469 :1
4x8
97.13 psi
207.00 psi
+D+S
7.416 ft
Span # 1
Shear a uV- es
V
fv
F'v
0.00
0.0
0.0
0.53
31.5
162.0
0.00
0.0
0.0
1.64
97.1
207.0
0.00
0.0
0.0
1.37
80.7
207.0
0.00
0.0
0.0
032
189
288.0
Project Title: Bower Fire Damage Restoration
Engineer: Jesse Binford, PE
INVESTIGATIVE p
Project ID: 24029
BCENGINEERS, LLC Project Descr:
RES PO N S I V E • A C C I.I R A T E • T H O ROUG 6
Wood Beam Project File: Calcs (24029).ec6
LIC# - KW 06014804, Build:20.23.08.30 BC Investigative Engineers (c) ENERCALC C 1983-2023
DESCRIPTION: [H2]
Overall Maximum Deflections
Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span
+D+S 1 0.2360 4.029 0.0000 0.000
Vertical Reactions
Load Combination
Max Upward -from Load Conditions
Max Upward from Load Combinations
Max Upward from Load Cases
D Only
+D+S
+D+0.750S
+0.60D
S Only
Support notation : Far left is #1 Values in KIPS
Support 1 Support 2
1.924 1.924
1.924 1.924
1.300 1.300
0.624 0.624
1.924 1.924
1.599 1.599
0.374 0.374
1.300 1.300
Project Title: Bower Fire Damage Restoration
BC
INVESTIGATIVE Engineer: Jesse Binford, PE
Project ID: 24029
ENGINEERS, LLC Project Descr:
RESPCN SIVF • ACCII RATE • TH CRC LIG H
Wood Beam Project File: Calcs (24029).ec6
DESCRIPTION: [131]
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set: IBC 2021
Material Properties
Analysis Method :
Allowable Stress Design
Fb +
Load Combination
IBC 2021
Fb -
Fc - Prll
Wood Species
Hem -Fir
Fc - Perp
Wood Grade
No.2
Fv
Ft
Beam Bracing
Beam is Fully Braced against lateral -torsional buckling
D(0.108) S(0.225) Dj0.108) S(0.225) D(0 54)
4x8
Span = 7.50 ft
4x8
850 psi
850 psi
1300 psi
405 psi
150 psi
525 psi
E : Modulus of Elasticity
Ebend-xx 1300ksi
Eminbend - xx 470ksi
Density 26.84pcf
D(0.036) S(0.075)
4x8
Span = 7 D ft Span = 6.50 ft
A Had Loads Service loads entered. Load Factors will be applied for calculations.
pp
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.1080,
S = 0.2250 , Tributary Width = 1.0 ft, (ROOF)
Load for Span Number 2
Uniform Load: D = 0.1080,
S = 0.2250 k/ft, Extent = 0.0 - > 5.50 ft, Tributary Width = 1.0 ft, (ROOF)
Uniform Load : D = 0.0360,
S = 0.0750 k/ft, Extent = 5.50 -->> 7.0 ft, Tributary Width = 1.0 ft, (ROOF)
Point Load: D = 0.540, S =
1.125 k @ 5.50 ft, ([PHGT3])
Load for Span Number 3
Uniform Load : D = 0.0360,
S = 0.0750 , Tributary Width = 1.0 ft, (ROOF)
DESIGN SUMMARY
' ' •
Maximum Bending Stress Ratio
= 0.901: 1 Maximum Shear Stress Ratio =
0.855 : 1
Section used for this span
4x8 Section used for this span
4x8
fb: Actual
= 916.07psi fv: Actual =
118.02 psi
Pb
= 1,016.60psi F'v =
138.00psi
Load Combination
+D+S Load Combination
+D+S
Location of maximum on span
= 7.500ft Location of maximum on span =
6.412 ft
Span # where maximum occurs
= Span # 1 Span # where maximum occurs =
Span # 2
Maximum Deflection
Max Downward Transient Deflection 0.049 in Ratio = 1823-240 Span: 2: S Only
Max Upward Transient Deflection
-0.016 in Ratio = 5013>=240 Span: 3: S Only
Max Downward Total Deflection 0.073 in Ratio = 1232 -180 Span: 2: +D+S
Max Upward Total Deflection
-0.023 in Ratio = 3387>=180 Span: 3 : +D+S
Maximum Forces & Stresses for Load Combinations
Load Combination max
ress a ios Moment Values
bhearValues
Segment Length Span # M
V CD CM Ct CLx CF Cfu C i C r M fb F'b
V fv F'v
D Only
0.0
0.00 0.0 0.0
Length = 7 50 ft 1 0.373
0.249 0.90 1.00 1.00 1.00 1.300 1.00 080 1 00 0.76 297.1 795.6
0.46 26.9 108.0
Length = 7.0 ft 2 0.373
0.354 0.90 1.00 1.00 1.00 1.300 1.00 0.80 1 00 0.76 297.1 7956
0.65 38.3 108.0
Length = 6.50 ft 3 0 245
0.354 0.90 1.00 1.00 1.00 1.300 1.00 0.80 1 00 0.50 195.3 7956
0.17 38.3 1080
Project Title: Bower Fire Damage Restoration l
ABI
INVESTIGATIVE Engineer: Jesse Binford, PE
Project ID: 24029
ENGINEERS, LLC Project Descr:
R E S P 0 N S I V F • A C C 11 R A T F • T H 0 R r
Wood Beam Project File: Calcs (24029).ec6
LICS : KUV-06014804. Build:20.23.08.30 SC Investigative Engineers (c) ENERCALC INC 1983-2023
DESCRIPTION: [131]
Maximum Forces & Stresses for Load Combinations
Load Combination max Stress rtatios
Segment Length Span # M V CD CM Ct CLx Cf,
+D+S 1.00 1.00 1.00 1 300
Length = 7.50 ft 1 0.901 0.602 1.15 1.00 1.00 1.00 1.300
Length = 7.0 ft 2 0.901 0.855 1.15 1.00 1.00 1.00 1.300
Length = 6.50 ft 3 0.592 0.855 1 15 1.00 1 00 1.00 1.300
+D+0.750S 1.00 1.00 1 00 1.300
Length = 7.50 ft 1 0.749 0.500 1.15 1.00 1.00 1.00 1.300
Length = 7.0 ft 2 0.749 0.711 1 15 1.00 1.00 1.00 1.300
Length = 6.50 ft 3 0.492 0.711 1.15 1.00 1 00 1.00 1.300
+0.60D 1.00 1.00 1.00 1.300
Length = 7.50 ft 1 0.126 0 084 1.60 1.00 1.00 1.00 1.300
Length = 7.0 ft 2 0.126 0 120 1.60 1.00 1.00 1.00 1.300
Length = 6.50 ft 3 0.083 0.120 1.60 1 00 1.00 1.00 1.300
Overall Maximum Deflections
Load Combination Span Max. "" Defl Location in Span
+D+S 1 0 0730 3 214
+D+S 2 0
3 0
Vertical Reactions
Load Combination
Max Upward from all Load Conditions
Max Upward from Load Combinations
Max Upward from Load Cases
D Only
+D+S
+D+0.750S
+0.60D
S Only
.0654 4.118
.0000 4.118 +D+S
Support notation : Far left is #1
Support 1 Support 2 Support 3 Support 4
0.937 3.162 2.659 0.124
0.937 3.162 2.659 0.124
0.633 2.137 1797 0.084
0.304 1.026 0.862 0.040
0.937 3.162 2.659 0.124
0.778 2.628 2.210 0103
0182 0.615 0.517 0.024
0.633 2.137 1.797 0.084
Moment
a ues
ear a ues _
Cfu C i
C r
M
fb
F'b
V
fv
F'v
1.00 0.80
1.00
0.0
0.00
0.0
0.0
1.00 080
1.00
2.34
916.1
1,016.6
1 41
83 1
138.0
1.00 0.80
1.00
2.34
9161
1,016.6
2.00
118.0
138.0
1.00 0.80
1.00
1.54
602.0
1,016.6
0.53
118.0
138.0
1.00 0.80
1.00
0.0
0.00
0.0
0.0
1.00 0.80
1.00
195
761.3
1,016.6
1.17
69.0
138.0
1 00 0.80
100
1.95
761.3
1,016.6
1.66
98.1
138.0
1.00 0.80
1.00
1.28
500.3
1,016.6
0.44
98.1
138.0
1.00 0.80
1.00
0.0
0.00
00
0.0
1.00 0.80
1.00
046
178.3
1,414.4
027
16.2
192.0
1.00 080
1.00
0.46
178.3
1,414.4
0.39
23.0
192.0
1.00 080
1.00
0.30
117.2
1,414.4
010
23.0
192.0
Load Combination Max. "+" Defl Location in Span
0.0000 0.000
0.0000 0.000
-0.0230 2.076
Values in KIPS
Project Title:
Bower Fire Damage Restoration
INVESTIGATIVE
Engineer:
Jesse Binford,
PE
BC
Project ID:
24029
ENGINEERS, LLC
Project Descr:
R E S P G N S I V F • ACCURATE • THOROUGH
Wood Beam
Project File: Calcs (24029).ec6
LIC# : KW-06014804, BuiId:20.23.OB.30
BC Investigative Engineers
(c) ENERCALC INC 1983-2023
DESCRIPTION: [132]
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set: IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Fb +
1400 psi
E : Modulus of Elasticity
Load Combination IBC 2021
Fb -
1400 psi
Ebend- xx 1600ksi
Fc - Prll
1500 psi
Eminbend - xx 580 ksi
Wood Species Hem -Fir
Fc - Perp
405 psi
Wood Grade Select Structural
Fv
150 psi
Ft
925 psi
Density 26 84 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(0.048) S(0.1)
- 410
Span = 17.50 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0480, S = 0.10 , Tributary Width = 1.0 ft, (ROOF)
DESIGN SUMMARY
Maximum Bending Stress Ratio =
0.881: 1
Maximum Shear Stress Ratio
Section used for this span
4x10
Section used for this span
fb: Actual =
1,362.16psi
fv: Actual
F'b =
1,545.60psi
F'v
Load Combination
+D+S
Load Combination
Location of maximum on span =
8.750ft
Location of maximum on span
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.605 in Ratio =
347> 240 Span: 1 : S Only
Max Upward Transient Deflection
0 in Ratio =
0 <240 n/a
Max Downward Total Deflection
0.895 in Ratio =
234 -180 Span: 1 : +D+S
Max Upward Total Deflection
0 in Ratio =
0 <180 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress-Ra ios
Segment Length Span # M V CD CM Ct CLx CF Cfu
D Only
Length = 17.50 ft 1
+D+S
Length = 17.50 ft 1
+D+0.750S
Length = 17.50 ft 1
+0.60D
Length = 17.50 ft 1
Moment Va-ues
Ci Cr M
0.365
0.164
0.90
1.00
1.00
1.00
1 200
1.00 0.80
1.00
1.00
1.00
1.00
1.200
1.00 080
1.00
0.881
0.397
1.15
1.00
1.00
1.00
1.200
1.00 0.80
1.00
1.00
1.00
1.00
1.200
1.00 0.80
1.00
0.732
0.330
1.15
1 00
1.00
1.00
1.200
1.00 0.80
1 00
1 00
1.00
1.00
1.200
1.00 0.80
1 00
0123
0.055
1.60
1 00
1.00
1 00
1.200
1 00 0.80
1 00
1.84
567
4.71
1.10
0.397 :1
4x10
= 54.74 psi
138.00 psi
+D+S
0.000 ft
Span # 1
fb Fb
0.0
441.8 1,209.6
0.0
1,362.2 1,545.6
0.0
1,132 1 1,545 6
00
265 1 2,150.4
Shear
a ues
V
fv
F'v
0.00
0.0
0.0
0.38
17.8
108.0
0.00
0.0
0.0
1.18
54.7
138.0
0.00
0.0
0.0
0.98
45.5
138.0
0.00
0.0
00
0.23
107
192.0
Project Title:
Engineer:
INVESTIGATIVE Project ID:
BCENGINEERS, LLC Project Descr:
R E S P 0 N S I V F • A r G I I R A T E • T H 0 R 0 0 G H
Wood Beam
LIC# : KW-06014804. Bulls! 20.23.08.30 BC Investigative Engineers
DESCRIPTION: [B2]
Bower Fire Damage Restoration
Jesse Binford, PE
24029
Project File: Calcs (24029).ec6
(C) ENERCAC INC 1983-2023
Overall Maximum Deflections
Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span
+D+S 1 0.8953 8.814 0.0000 0.000
Vertical Reactions
Load Combination
Max Upward from all Load Conditions
Max Upward from Load Combinations
Max Upward from Load Cases
D Only
+D+S
+D+0.750S
+0.60D
S Only
Support 1
1.295
1.295
0.875
0.420
1.295
1.076
0.252
0.875
Support notation : Far left is #1 Values in KIPS
Support 2
1.295
0.875
0.420
1.295
1.076
0.252
0.875
Project Title: Bower Fire Damage Restoration Z1,
BC
INVESTIGATIVE Engineer: Jesse Binford, PE
Project ID: 24029
ENGINEERS, LLC Project Descr:
RES PG N S I V F • ACC IJ RA TE • TH GRG ll GH
Wood Beam
LI # : K:1 14804, Build_20.23.08.30
DESCRIPTION: Copy of [132]
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set: IBC 2021
Material Properties
Analysis Method :
Allowable Stress Design
Fb +
Load Combination
IBC 2021
Fb -
Fc - Prll
Wood Species
Hem -Fir
Fc - Perp
Wood Grade
No 1
Fv
Ft
Beam Bracing
Beam is Fully Braced against lateral -torsional buckling
D(0.048) S(0.1)
v
412
Span = 17.50 ft
Project File: Calcs (24029).ec6
975 psi
E : Modulus of Elasticity
975 psi
Ebend- xx 1500 ksi
1350 psi
Eminbend - xx 550ksi
405 psi
150 psi
625 psi
Density 26.84pcf
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated
and added
Uniform Load: D = 0.0480, S = 0.10 , Tributary Width =
1.0 ft, (ROOF)
DESIGN SUMMARY
' '
•
Maximum Bending Stress Ratio =
0.9331
Maximum Shear Stress Ratio
=
0.321 : 1
Section used for this span
4x12
Section used for this span
4x12
fb: Actual =
920.89psi
fv: Actual
=
44.29 psi
F'b =
986.70psi
F'v
=
138.00 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span =
8.750ft
Location of maximum on span
=
0.000 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span
# 1
Maximum Deflection
Max Downward Transient Deflection
0.359 in Ratio =
585 >=240 Span: 1 S Only
Max Upward Transient Deflection
0 in Ratio =
0 <240 n/a
Max Downward Total Deflection
0.531 in Ratio =
395 > 180 Span: 1 +D+S
Max Upward Total Deflection
0 in Ratio =
0 <180 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
- omen a uVi es
ear Values
Segment Length Span # M V CD
CM Ct CLx
CF Cfu C i Cr M fb
F'b
V
fv F'v
D Only
0.0
0.00
0.0 0.0
Length = 17.50 ft 1 0.387 0.133 0.90
1.00 1.00 1 00
1.100 1.00 0.80 1.00 1.84 298.7
772.2
0.38
14.4 108.0
+D+S
1.00 1.00 1 00
1.100 1 00 0.80 1.00
0.0
0.00
0.0 0.0
Length = 17.50 ft 1 0.933 0.321 1.15
1.00 1 00 1 00
1.100 1 00 0.80 1.00 5.67 920.9
9867
1.16
44.3 138.0
+D+0.750S
1 00 1 00 1 00
1.100 1.00 0.80 1 00
00
0.00
0.0 0.0
Length = 17.50 ft 1 0.776 0.267 1.15
1 00 1.00 1 00
1.100 1.00 0.80 1.00 4.71 765.3
986.7
0.97
36.8 1380
+0.60D
1 00 1.00 1 00
1.100 1.00 0.80 1 00
0.0
000
0.0 0.0
Length = 17.50 ft 1 0.131 0 045 1 60
1.00 1.00 1 00
1 100 1.00 0.80 1.00 1 10 179.2
1,372.8
0.23
8.6 192.0
(/�
Project Title:
Bower Fire Damage Restoration
INVESTIGATIVE
Engineer:
Jesse Binford, PE
BCENGINEERS,
Project ID:
24029
LLC
Project Descr:
RESPONSIVE • ACCURATE • THOROUGH
Wood Beam
Project File: Calcs (24029).ec6
LIC# : KW-06014804, Build:20.23.08.30
BC Investigative
Engineers
(c) ENERCALC INC 1983-2023
DESCRIPTION: Copy of [B2]
Overall Maximum Deflections
Load Combination Span Max.
"" Defl Location in Span
Load Combination Max. "+" Defl Location in Span
+D+S 1
0.5308
8.814
0.0000 0.000
Vertical Reactions
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Max Upward from all Load Conditions
1.295
1.295
Max Upward from Load Combinations
1.295
1.295
Max Upward from Load Cases
0.875
0.875
D Only
0.420
0.420
+D+S
1.295
1.295
+D+0.750S
1.076
1.076
+0.60D
0.252
0.252
S Only
0.875
0.875
BCINVESTIGATIVE
ENGINEERS, LLC
RFSPONSIVF • ACOIIRATF • TH ORO LIGH
Pole Footing Embedded in Soil
LIC# : KW-06014804. Build:20.23.08.30
DESCRIPTION: [P1]/[P2] OVER [F1]/[F2]
Code References
Calculations per IBC 2021 1807.3, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Pole Footing Shape Circular
24.0 in
Calculate Min Depth for Allowable Pressures
No Lateral Restraint at Ground Surface
Allow Passive ... ..... 300 0 pcf
Max Passive. ............ 1,500.0 psf
Controlling Values
Governing Load CombinatieD+0.70E
Lateral Load
0.2919 k
Moment
2 335 k-ft
NO Ground Surface Restraint
Pressures at 1/3 Depth
Actual
344.832 psf
Allowable
347.540 psf
Minimum Required Depth 3.50 ft
Footing Base Area 3.142 ftA2
Maximum Soil Pressure 1.009 ksf
Applied Loads
Lateral Concentrated Load (k)
D
: Dead Load
k
Lr
: Roof Live
k
L :
Live
k
S :
Snow
k
W
: Wind
k
E :
Earthquake
04170 k
H
: Lateral Earth
k
Load
distance above
ground surface
80 ft
Load Combination Results
Load Combination
D Only
+D+S
+D+0.750S
+D+0.70E
+D+0.750S+0 5250E
+0 60D
+0 60D+0.70E
Project Title: Bower Fire Damage Restoration
Engineer: Jesse Binford, PE l
Project ID: 24029
Project Descr:
Point Load
Lateral Distributed Loads (k
k/ft
k/ft
k/ft
k/ft
k/ft
k/ft
k/ft
TOP of Load above ground surface
ft
BOTTOM of Load above ground surface
ft
Project File: Calcs (24029).ec6
0
co
Soil Surface _ No lateral restraint
Vertical Load (k)
1.030 k
k
k
2140k
k
k
k
Forces @ Ground Surface
Required
Pressure at 1/3 Depth
Soil Increase
Loads - (k)
Moments - (ft-k)
Depth - (ft)
Actual - (psf)
Allow - (psf)
Factor
0 000
0.000
013
0.0
00
1.000
0 000
0 000
013
0.0
0.0
1.000
0.000
0 000
0.13
0.0
00
1.000
0.292
2 335
350
344.8
347.5
1.000
0.219
1 751
325
310.7
312.5
1.000
0.000
0 000
013
00
00
1 000
0.292
2.335
3.50
3448
3475
1.000